1、桩号计算段长s(m)水位z（m）河底高程Zo流量Q（m3/s）水深h（m）底宽b（m）边坡m纵坡i1+143 87.37257 85.677 17.8 1.695572 4 0.4 0.0031+100 43.00 87.50158 85.806 17.8 1.695579 4 0.4 0.0031+050 50.00 87.65155 85.956 17.8 1.695549 4 0.4 0.0031+000 50.00 87.80155 86.106 17.8 1.695553 4 0.4 0.0030+950 50.00 100 86.256 17.8 13.744 4 0.4 0.00
2、30+900 50.00 100 86.406 17.8 13.594 4 0.4 0.0030+850 50.00 100 86.556 17.8 13.444 4 0.4 0.0030+800 50.00 100 86.706 17.8 13.294 4 0.4 0.0030+750 50.00 100 86.856 17.8 13.144 4 0.4 0.0030+700 50.00 100 87.006 17.8 12.994 4 0.4 0.0030+650 50.00 100 87.156 17.8 12.844 4 0.4 0.0030+600 50.00 100 87.306
3、17.8 12.694 4 0.4 0.0030+550 50.00 100 87.456 17.8 12.544 4 0.4 0.0030+500 50.00 100 87.606 17.8 12.394 4 0.4 0.0030+450 50.00 100 87.756 17.8 12.244 4 0.4 0.0030+400 50.00 100 87.906 17.8 12.094 4 0.4 0.0030+350 50.00 100 88.056 17.8 11.944 4 0.4 0.0030+300 50.00 100 88.206 17.8 11.794 4 0.4 0.0030
4、+250 50.00 100 88.356 17.8 11.644 4 0.4 0.0030+200 50.00 100 88.506 17.8 11.494 4 0.4 0.0030+150 50.00 100 88.656 17.8 11.344 4 0.4 0.0030+100 50.00 100 88.806 17.8 11.194 4 0.4 0.0030+050 50.00 100 88.956 17.8 11.044 4 0.4 0.0030+000 50.00 100 89.106 17.8 10.894 4 0.4 0.003说明： 1、 部分为输入参数2、 为试算数据（可利
5、用菜数据-假设分析-单变量求解功能计算），如右图3、 采用公式为水力学（上）河海大学、赵振兴P364，如下图糙率n 湿周X局部损失修正系数断面面积A流速V（m/s）(+)Q2/2gA2 B（m） R(m)0.025 7.652373 1 7.9 2.243998 0.256914602 87.62949 1.0365770.025 7.652389 1 7.9 2.243987 0.256912097 87.75849 1.036580.025 7.652323 1 7.9 2.244033 0.256922587 87.90847 1.0365670.025 7.652333 1 7.9 2
6、.244026 0.256921066 88.05847 1.0365690.025 33.60548 1 130.5 0.136362 0.000948702 100.0009 3.8843370.025 33.28237 1 128.3 0.138743 0.000982124 100.001 3.8547350.025 32.95926 1 126.1 0.141189 0.001017053 100.001 3.8250990.025 32.63615 1 123.9 0.143701 0.001053573 100.0011 3.7954280.025 32.31304 1 121.
7、7 0.146283 0.001091772 100.0011 3.7657210.025 31.98993 1 119.5 0.148937 0.001131747 100.0011 3.7359760.025 31.66682 1 117.4 0.151666 0.001173597 100.0012 3.7061920.025 31.34371 1 115.2 0.154472 0.001217432 100.0012 3.6763690.025 31.0206 1 113.1 0.15736 0.001263368 100.0013 3.6465050.025 30.69749 1 1
8、11.0 0.160331 0.001311528 100.0013 3.6165980.025 30.37438 1 108.9 0.163389 0.001362045 100.0014 3.5866480.025 30.05127 1 106.9 0.166539 0.001415062 100.0014 3.5566520.025 29.72816 1 104.8 0.169783 0.001470729 100.0015 3.5266110.025 29.40505 1 102.8 0.173126 0.001529212 100.0015 3.4965210.025 29.0819
9、4 1 100.8 0.176571 0.001590686 100.0016 3.4663810.025 28.75883 1 98.8 0.180124 0.001655339 100.0017 3.436190.025 28.43572 1 96.9 0.183788 0.001723375 100.0017 3.4059460.025 28.11261 1 94.9 0.187569 0.001795013 100.0018 3.3756470.025 27.7895 1 93.0 0.191472 0.001870486 100.0019 3.3452910.025 27.46639
10、 1 91.0 0.195502 0.001950051 100.002 3.314876为试算数据（可利用菜数据-假设分析-单变量求解功能计算），如右图采用公式为水力学（上）河海大学、赵振兴P364，如下图C(m2/s)流量模数K（m3/s） （m）f(Z1)（m）误差（m）流量Q1（m3/s）40.24021 324.9814 87.37257 17.7999740.24023 324.9836 324.9825 0.129 87.50158 17.8000940.24015 324.9744 324.979 0.150003 87.65155 17.7995840.24016 324.9
11、757 324.9751 0.150006 87.80155 17.7996550.15099 12902.23 9126.151 0.00019 100 706.684550.08708 12616.3 12760.07 9.73E-05 100 691.02350.0227 12334.13 12476.01 0.000102 100 675.568449.95782 12055.73 12195.73 0.000107 100 660.319649.89243 11781.07 11919.19 0.000112 100 645.275749.82653 11510.13 11646.3
12、9 0.000117 100 630.435649.76011 11242.88 11377.29 0.000122 100 615.798149.69315 10979.32 11111.89 0.000128 100 601.362349.62564 10719.43 10850.15 0.000135 100 587.127149.55757 10463.17 10592.07 0.000141 100 573.091549.48894 10210.54 10337.63 0.000148 100 559.254349.41971 9961.512 10086.79 0.000156 1
13、00 545.614549.3499 9716.069 9839.555 0.000164 100 532.17149.27947 9474.19 9595.892 0.000172 100 518.922849.20841 9235.858 9355.783 0.000181 100 505.868849.13672 9001.05 9119.21 0.000191 100 493.007849.06438 8769.749 8886.152 0.000201 100 480.338948.99136 8541.934 8656.591 0.000211 100 467.86148.91766 8317.585 8430.506 0.000223 100 455.572948.84325 8096.683 8207.877 0.000235 100 443.47360sKQD2
